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HomeMy WebLinkAboutENGINEERING0 1910-VL[b -FL-3H I b I 1 717-846-3747 RobertBameman Vice -President BSS Exteriors W HP, Engine6riny.�,i-Li3a, RE: Variform Soffit Installations Dear Mr. Bameman; 1541 E. Market St. York, PA 17403 17 NOV 2 0 ?019 ST. Lucie County, Fax 717-846-0355 15 November 2019 S sf e% CoU�y . At the request of Alan Hoying, Code & Regulatory Manager, with ply Gem Siding Group, I am writing this letter concerning the installation of Variform Soffits in Florida. The goal in the installations is to provide enough wind load strength to withstand hurricanes, and to allow the soffit to expand and contract with rising and thsta temperatures. ng To allow for both of the above goals to be achieved at the same time, the soffits are fixed a one end and allowed to slide at the other end. It does not matter which end is fixed and which end is a slider, -as long as both ends are not fixed, or sliders. The fixed end will have a fastener through it and into the substrate. The sliding end will have a "J" or channel for the soffit to slide in. In the evaluation report (HR project number 17090009) that I prepared for conformance with the 2017 Florida Building Code on Drawing Sheet I of 2 there are 5 installation details. The ends can be reversed. There are many more details that will work, as long as it is kept in mind that soffits must have one fixed end and one sliding end. If there are any questions about this compliance lctter, or if anything additional is required, please contact us. Sincerely yours, vim- A AllenN. Reeves, P.E., SECS Structural Engineer Florida License #19354 /5 Alov, 2o19 ANR:anr Cc: 19110004 N. v�•., G E %y . SE; p . CT4T— rF 't" REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC FILE COPY 1., 717-846-3747 HR Engineering, Ync. 1541 E. Market St. York, PA 17403 Alan F. Hoying, Manager -Code & Regulatory Plygem Siding Group 2405 Campbell Road Sidney, Ohio 45365-9529 RE: Florida Evaluation Report, Variform Soffits, FBC 2017 Dear Mr. Hoying; GENERAL t-L-a y l l0 I Fax 717-846-0355 20 October 2017 This Florida Evaluation Report contains all of the 11 soffit products manufactured by P1yGem / Variform. The report is divided into 2 different soffit types; aluminum soffits and vinyl soffits. All of the work here is in conformance with the 2017 Florida Building Code and the 2017 Florida Residential Code. ALUMINUM SOFFITS The following 6 P1yGem / Variform aluminum soffit products; Double 6, Triple 4, Quad 4, Durabuilt Double 6, Durabuilt Triple 4, and .013 T4 have been tested and analyzed in conformance with the requirements of AAMA 1402 as stated in Florida Building Code 2017, Section 1404.5.1. For material, soffit type, effective width, configuration, thickness, vent, and net free area, see table on page 2 of this report. The net free areas stated in the table are in conformance with the requirements of FBC 2017, Section 1709.10. Structural wind load testing in conformance with Section 1404.5.1 of the FBC 2017 has been performed at Architectural Testing, Inc. located at 130 Derry Court, York, PA 17406. Testing with nails for short span cave widths was to Protocols TAS 202-94 and TAS 203-94 as reported in An report 15934 (test date 06101195) and ATI report 75862.01-109-18 (test dates 08/17/07 and 09/19/07). Testing with nails for short span cave widths was to ASTM D 5206 as reported in ATI report 75997.03 (test date 11/01/07). Testing with staples for short span cave widths was to ASTM D 5206 as reported in ATI report 75997.04 (test date 11/23/07). Testing with nails for long span cave widths was to ASTM E 330 as reported in An report C1573.01-109-40 (test date 08/10/12). 1= L- ay l lol Variform Soffits Page 2 PLYGEAUVARIFORM SOFFIT TABLE MATERIAL SOFFIT TYPE EFFECTIVE CONFIGURATION THICKNESS VENT NETFREE WIDTH AREA Aluminum Double 6 12" Double 6" IN'/FT' 0.019" 36780 Solid 0 36781 Full 10.6 Aluminum Dutabilt Triple 4 12' Triple 4" 0.016" Solid 36687 0 36688 36689 Center 4.4 Full 13.2 Aluminum Triple4 12" Triple 4" 0.019" Solid 0 36694 36695 36696 Center 4.4 Full 132 Aluminum Quad 4 16" " 4 Quad Q 0.019" Solid 36797 0 36798 Center 9.7 Aluminum Durabilt Double 6 12" Double 6" 0.016" Solid 36782 0 36783 Full 10.6 Aluminum .013 T4 12" Triple 4" P 0.013" Solid 36768 0 36769 Center 4.4 36770 Full 13.2 Vinyl Trivent High la" Triple 3113" 0.044" Solid Performance 0 133 134 Hidden 9.19 Vinyl Beaded 7" 7" Single 7" 0.040" Solid 0 157 158 Full 2.66 Vinyl DSPre 10" Double5" 0.044" Solid 140 0 141 Full 6.2 Vinyl I Triple4 12" Triple 4" 0. 038" Solid p 230 231 232 Center 1.96 Full 5.87 Vinyl DSStaadard 10" Double5" 0.040" Solid 0 144 1 M Full 6.2 TI--ayiei Variform Soffits Page 3 I have performed a combination of rational and comparative analyses on these products. The allowable design wind pressures for all of these products have been determined in a separate 23 page structural analyses titled ALUMINUM AND i?NYL SOFFITS INSTALLATION DESIGNS 2017 FLORIDA EVALUATION. The allowable design wind pressures for all of these products are listed in 3 tables shown on 2 installation drawings, 11"xl7", titled VARIFORMSOFFITS-FLORIDA attached to this evaluation report. The required installation details to achieve the allowable design wind pressures are shown on the same installation drawings and are in conformance with Section 1709.10 of the 2017 FBC. Minimum interlock between panels must be 3/8". The allowable design wind pressures shown in the tables on the installation drawings of this evaluation report can be compared directly to the required wind loads in Chapter 16 of the Florida Building Code 2017. The 2017 Florida Building Code in Section 1609.1 and the 2017 Florida Residential Code in Section R703.1.2.1 directly mandate that the design wind pressures on soffits are to be the same as adjoining walls. I trust that this information is sufficient for your needs. VINYL SOFFITS The following 5 P1yGem / Variform vinyl soffit products; Trivent High Performance, Beaded 7", D5 Premium, Triple 4, and D5 Standard have been tested and analyzed in conformance with the requirements of Chapter 14, Section 3.0 of the 2017 Florida Building Code. For material, soffit type, effective width, configuration, thickness, vent, and net free area, see table on page 2 of this report. The net free areas stated in the tables are in conformance with the requirements of FBC 2017, Section 1709.10.1. The vinyl soffit overall product standard is ASTM D 3679, and it is the referenced document in the Florida building Code. Within this document ASTM D 4477 is listed as an associated document with specific requirements for soffits. ASTM D 3679 lists ASTM D 5206 as the associated document for structural testing. In Annex Al. of ASTM D 3679 it states that a factor of safety of 1.5 will be used in calculating design pressures based on the structural testing done in ASTM D 5206. This is the same factor of safety that is required in 2017 FBC, Chapter 14 Paragraph 3.2.1.1.2, and Chapter 17 Section 1709.10.1 Structural testing was done at Architectural Testing Inc.'s main laboratory located atl30 Derry Court, York, PA 17402, and reported in 75992.02 (test dates-10/03/07 thm 10/09/07), 75993.02 (test dates- 10/04/07 thru 10/11/07), 75994.02 (test dates-10/04/07 thin 10/08107), 01-49361.01 (test date-02/03/04), and C1572.01 (test date-08/10/12). The material (physical) properties test ASTM D 635, Test Method for Rate of Burning and/or extent and Time of Burning of Plastics in a Horizontal Position, as required by ASTM D 3679 was done at an AMA accredited laboratory, Polymer Diagnostics, Inc. located at FL aylb1 Variform Soffits Page 4 33587 Walker Road, Avon Lake, Ohio 44012 in Project PT 21754 (test date-04/02/07). All other materials (physical properties testing as required by ASTM D 3679 was done at Architectural Testing, Inc.'s main laboratory located at 130 Derry Court, York, PA 17402 as reported in project A5538.01-103-77 (test date-04/07/11). I have performed a combination of rational and comparative analyses on these products. The allowable design wind pressures for all of these soffits have been determined in a separate 23 page structural analyses titled ALUMINUM AND VINYL SOFFITS INSTALLATION DESIGNS 2017 FLORIDA EVALUATION. The allowable design wind pressures for all of these products are listed in 3 tables shown on 2 installation drawings, 11"x17", titled VARIFORMSOFFITS-FLORIDA attached to this evaluation report. The required installation details to achieve the allowable design wind pressures are shown on the same installation drawings and are in conformance with Section 1709.10.1 of the 2017 FBC. The pressure equalization factor was not used at any time to determine allowable design wind pressures for these soffits. The allowable design wind pressures shown in the tables on the installation drawings of this evaluation report can be compared directly to the required wind loads in Chapter 16 of the Florida Building Code 2017. The Florida Building Code in Section 1609.1 and the 2017 Florida Residential Code in Section R703.1 directly mandate that the design wind pressures on soffits are to be the same as adjoining walls. I trust that this information is sufficient for your needs. Sincerely yours; Allen N. Reeves, P.E., SECB Structural Engineer Florida License No. 19354 20 ocY 20)7 ANR:anr Cc: 17090009 ? No. 19354 i p •. STATE OF btu � L-a4161 SHORTSPANTABLE VARIFORM SAVE WIDTH IN INCHES 1o" 12" 16" SOFFIT TYPE Double 6(Alwllodm) 12", Nails +169.1 +135.3 +96.6 Solid-36700 Vrnicd-36781 .169.1 -I35.3 -96.6 Double 6(Alumimum) 12", 9mpies +169.1 +135.3 +96.6 Solid-36780 V-MM-36781 -177.0 -141.6 -101.1 Tdpic4 (Aluminum) 12', Nails Solid•36694 +169.1 +135.3 +96.6 Cenla Vdnt-36695 FIIIV.1-36696 -169.1 -1353 •96.6 Tdple4 (Aluminum) IT', Staples Solid.39% +169.1 +135.3 +96.6 CmtcrVmt-36695 FUI1Venl-36696 -177.0 -141.6 •101.1 Quad 4(Aluminum) la", Nals +126.8 +101.5 +72.5 Solid-36797 Vented-36798 -126.8 •101.5 -72.5 Quod4(Alumbum)16",Stvples +126.8 +101.5 +723 Solid-36797 Vonmd-36798 •132.8 -106.2 •75.9 Durabuilt➢ouale6 (Alumivum)12",Nails +133.5 +106.8 +76J Solid-36782 Vented-36782 -133.3 -I06.8 .76.3 Dwabuilt Double 6(Alwninum)12", SAPI49 +133.5 +106.0 +763 SMId-36782 Vmled-36783 -177.0 -141.6 •101.1 DumbMIiTdpla 4(Alummum) 1T, Nails TT33 +106.8 +76.3 Solid-36687 Center Vem-36680 -133.5 -106.8 -76.3 Full Vent-3099 Dumbuilt Triple 4 (Aluminum) 121-, Swplcs +133.5 +106.8 476.3 Solid-36687 Cents Vmt-36688 FuI1Vmt.36689 -177.0 -141.6 .101.1 .013 T4(Aluminum) 12", Nails Solid-36768 +115.7 +92.6 466.1 CentaVmt-36769 Vented-36770 -115.7 -92.6 -66.1 .013T4(Aluminw*)lT`,SmMts Solid-36768 +115.7 .+92.6 +66.1. Cmt.Vent•36769 Vented-36770 -177.0 '•141.6 -101.1 Ieudod(VNyq 7', Nails -+206.6 +165.3 +118.1 Solid-157 Vawd-158 .104.0 .832 -59A Bmded(VInyll T', Smplea +206.6 +165.3 +118.1 Solid-157 Vmtcd-158 -1219 •992 -70.8 Doubles Slmldard (Vinyl) 10", Nails +206.6 +165.3 +118.1 Solid-144 Vmwd-145 -72.8 -583 -41.6 Double S StandaN(Vinyl) 10", Staples +206.6 +165.3 +118.1 Solid-144 Vented-145 -86.8 -69A -49.6 Doubles Pmmam(Vbry010"Nails +227.3 +101.8 +129.9 Solid-140 Vmtcd-141 •80.1 -64.3 -45.8 Douala 5 PreMum(VIny0IV. Staples +227,3 +181.9 +129.9 Solid -140 Vmsed-141 •95.4 -76.3 .54.5 TAplc4(VW) 17, Nails Solld-230 +196.3 +157.0 +i 12.2 CenbrVmt-231 Pul Vent-232 -57.7 46.1 -32.9 Tdplc4(Vi,l)lr,Smpla Sand-230 +1963 +157.0 +112.2 Cmin Vmt-231 Full VcM-232 -68.7 -54.9 -39.2 Tdvmt Tdpla3l13,(Visp010",NMis +227.3 +181.8 +129.9 Sviid I33 Iliddon Vrnt-134 -80.1 -64.1 43.8 Tdvml TdPlc3 V3,(Vinyl) 10-, Smploa +227.3 0.181.8 +129.9 SMIJ-133 HiddenVrnt•134 -95.4 -76.3 -54.5 Details owl o with this table appmaron Sbeel I oT2 DESIGNPRESSURES LISTED INTABLES ARE BASED ON COMPARATM AND RATIONAL ANALYSES DONE IN ER PROJECT 17090009 AND ARE INCONFORMANCE WITH TIM 2017 FLORIDABUI DING CODE AND THE 2017FLORIDA RESIDENTIAL CODE. THE 2017 FLORIDA BUILDING CODE IN SECTION 1609.1 AND THE 2017 FLORIDA RESIDENTIALCODEIN SECITONR703.1 DIRECTLY MANDATE THATTRE DESIGN WIND PRESSURES ON SOFFITS ARE TO HE THE SAME AS THE ADJOINING WALLS. WHERE SHORT SPAN AND TANG SPAN TABLES OVERLAP, THE LOWER VALUES GOVERN AND SHOULD BE USED IN INSTALLATION DESIGNS. FASTENERS /N EAc1 NAIL NEM .r1R6 . fsIrLONG ROOF/NG--� NAILS W/JN ar/0 SHANKS AND %;'O NEADJ: 'oR STApLEt Wi T// f �I LONC LEGS AND P I (/6 G4GE) 0V SEE 7B G T/M4'ER FRAM/NC fAECIA FASCIA pIAAD '+�I, APOARD '•I� .WIdOJ �-.6 TR/MSOFFIT -j oR' SOFF17j !e'e 7ge�G5 METAL SGG TAS445 IF NGMpNNEL WITH GfE MASONRY TA%M NAADENE6�7A-A STUB BLGeH WAIL ER VE WIDJ NAILS D, 097°�X et'LeNC EA VE WIDJN -ice TABLES @,250AIARIMDM SPACING SEE TABLES SOFFITS WITH MASONRY 6Loc/< WALLS NOT To SCALE %61�'I2�N 2Xi NDID TAPC6AI WALL soFAIT J" CNANwEL. 'FAJJGNlAS J<S/gtwe SAME of AT FASCIA ALTERNATE' WALL 06:7.#IL Nor Ta SCALE FASTENERS 47' EACH NAIL T/MBGR ' NeM EITHER /yrs GONG 62AI'M /PoOFINC NA/AS W/71) I!"6 FA6TeN9Rf AT SA,cN wq/L RE M EITHER SNANRJ AND S7arONEADSI Y¢�I LONC ADe FIND KAILS WITH ;00 SHANKS - oR STAPLES {VJTN AND 4II0iKAD, DR LING LE_G1S11 AND %Len STAPLES WITH <'l N (/6 GAGy 6 SEC LONG LG61 AND y x t /I siq dF TABLES T/MBER SC! TAeIlS FRAMING - FASCIA FAJA/A.. ' e3oARD / X 2 I(" WALL TRIM TAIM SO F IA., SEE AALC.S' SoFP EAV W oTN a x SGE Ti ,.- F CHANNEL BIX SAmS AS AT 144IIA SOFFIT /NTv IPooF FRAmiyt; SOFFIT WITH WOOD . FRAMED WALL NOT TO SCALE NOT lo SDR „\\1\11111111111a..... Qom., P7. 41. 2d 0c7- 20/7 I i i FL-@91toI ALLOWABLE DESIGN WIND PRESSURES IN PSF LONG SPAN TABLE VARIFORM EAVE WIDTH IN INCHES SOFFIT TYPE 12" IS" 18" 21" 24" Ucuble 6(Aluminum) 12". Nails +288 +170A +112.5 +79.8 +5915 Solid-3678D Vented-36781 •275.3 •162.9 •107.6 .76.3 -56.9 Double 6(Aluminum) 12", Staples +288 +]70A +11215 +79.8 +59,5 • Solid-36780 Vested-36781 -275.3 -162.9 -107.6 -76.3 •56.9 7dple4(AluMnum)13",Ndb Solid-366H 2211Va1.36696 +288 +170.4 +1125 +79.8 +59.5 Cesmr Vcnl-36695 -2753 •162.9 -I07.6 .76.3 .56.9 Triple 4(Alummem) 17•, Smpb3 Solid- +288 +17D.4 +1I2,5 +79.8 +59.5 36694C.WVes1-36695 Full Vent-36696 •275.3 -1629 •107.6 -76.3 -56.9 Quvd4(Alum1mm)16",Ndls +216.0 +127.8 +84.4 +59.3 +44.6 Solid-36797 Vented-36798 -206.5 -122.2 -80.7 -57.2 A - Quad 4 (Almninum)16-, Smpks +216.0 +127.8 +e4.4 +59.8 +44.6 Solid-36797 Versed-36798 -206.5 -1222 .80.7 -57.2 A2.7 Dumbuilt Oeuble6(Numinum)12",Ndb +2273 +1395 +88,8 +63.0 +47.0 Solid-36791 V-W-36783 •217.4 -128.6 -84.9 -60.2 -44.9 Dinabu9t D'ublefi(Aluminum)12", SmPtas +227,3 +134.5 +88.8 +63.0 +47.0 SsBd-36782 Vented-36783 -217.4 -128.6 -94.9 -60.2 44.9 Dem6uill'r,mo t.mar ara)Ir',Nalb +227,7 +134.5 +88.8 +63.0 +47.0 Solid-36687 CenterVat-36688 -217.4 •128.6 -84,9 -60.2 pull Val -36689 •44.9 Dumbm1t Tnple4 (Alumin0m)12",Staples +2273 +134.5 +88.8 +63.0 +47.0 Sn114-36687 i"m Vat- 36688 Full Vat•36689 -217A -129.6 .84.9 -60.2 44.9 .013T4 (Numinam' 12",Nails Solid a6768 +197.1 +116.6 +77.0 +54.6 +40.7 Catty Vcd-36769 Vatal-36770 -188.4 -111.5 -73.6 -522 -38.2 .013T4(Numinwn)12", Smpla Solid'67, +197.1 +116.6 +77.0 +54.6 +40.7 Camr 2 36769 Vested-J6770 -188.4 -111.5 -73.6 -522 •38.2 Dead ad Vinyl) 7", Ndls +427.6 +253.0 +167.0 +118A +883 Solid. 157 Vatrd-158 -95.9 -73.7 -59.9 -505 43.6 eeoded (vis0D 7q Slvpin +427.6 +253.0 +167.0 +11SA +883 Suild-157 Vowetl-ISB -99.2 .76.3 -62.0 -522 45.1 Dou1de531mdw1(Vhryl)IO",Naib +299.3 +177.1 +116.9 +829 +61.9 Solid-144 Vented -145 •67.1 -51.6 41.9 -35.3 •3D.5 Double Smndmd (viny010", 9op1a +299.7 +177.1 +116.9 +82.9 +61.8 Solid-144 Vested-145 .69.4 •53.4 -03.4 -36.5 -315 Double Prtmium (Vinyl) 10",Ndb 329.2 +194.8 +128.6 +91.2 +68.0 Solid-140 Vented-141 -73.8 -56.8 46.1 1 •38.8 1 -33.6 Doubles PrcMam(V1nyU 10", Slepla 3292 +194.8 +128.6 +91:2 +69.0 Solid -140 Vented-141 -76.3 -58.7 47.7 -40.2 -34.7 Triple 4(VInyU 12", Nalb solid-230 +236.9 +140.2 +92.6 +65.6 +28.0 +q9.0 Cara Vat-231 F.IIVent-232 •53.1 -00.9 -332 -24.1 Triple4 (VtayU lx",Smpla Solid-T30 +236.9 +140.2 +93b +65.#33.6 Casa Vest-231 Fd1Ves1.232 -54.9 42.3 •393 -2B.TrivesTriPlc31/3,(VfvyOIO",Nabs 3292 +194A +128.6 +91Solid 133 Hidden Vent•134 .7),g .56.8 46.1 -38.329.2 +194.8 +128.6 +91.Solid-133HiddenVat-134 -75.3 -58.7 -07.7 -00.2 Dctaib Wol no with this table ors fused on Shell I oft LEGEND Double 6 her W" gr0aves'wly 6"-'roes width; and each panel is 12" wide. Triple 4 M74 hs W" grooves every4" awes Mdd% card cubpa0el is 12"wide, Quad 4 has "V" Smow-every 4" alms width, . and each panel is 16" wide. Headed 7" has "V" WOWS every 7" max es width, and each panel is A wide. Double 5 bars "V" Sroova every 5"across widlh, end each panel is 10" wlde. Triple 3 113 has W" grown, every 3•113" -cases wid154 and each panel b 10" widen. 1)(2 BATTENS_ ATTACACD TO EACH FRA AIN6 MEA1BLO WAIL a8H a Woe0 d'elerws FRAME M44IMOM OR,vG ROOF/MG OR .'TAPL6A WIIN LECI Af"C/6 /N CA'N NAIL ABM VARIFaAM Q-:' �. F'•. tp SOFF1 gE No. 19354 Mesa/JI'AM TABLE )21' Z'• F CHANNBLA � �-: MAR, MLR. FASTLHEAp =•D isISPAIJAIG _ X-11t AX S o % STAT OF -u- SAVE W1OTN UNLIMITED AT BATTLNB �A,v"^(OHIOp/, ' °i1�igi1Opi9'mim pov SOFFIT FOR W/DE EAVES ANo EIlTER/OR GE/L/AI r `"^'v+r/! ♦ueere4� NOT TO SGALG 20 OCT HR Engineering, Inc. ll DATEAugust, zdi CLl&V VAR R /FOM eD A. REEVCS �® Lumber design values are in accordance with ANSVTPI 1 section 6.3 These truss designs rely on lumber values established by others. RECEIVED MiTek® NOV 2 e n)s I �i I b- b l -It) RE: 2152443 - MiTek USA Inc. 5T: 6defr,. r(sNP,t1r, permitting � Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Tiffany Homes Project Name: Waterstone Model: Kiosks Lot/Block: - Subdivision: - Address: - City: Melbourne State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/26 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 6 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T18685158 A01GR 11/18/19' 2 T18685159 A02 11/18/19 3 T18685160 HJ5 11/18/19 4 T18685161 J1 11/18/19 5 T18685162 J3 11/18/19 6 T18685163 J5 11/18/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Fort Pierce). Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. SCANNED BY St' Lucie County IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSl1TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANS11TPI 1, Chapter 2. 13EViEWE® FOR COMPLIANCE a LUCIE COUNTY SOCC ,%N% ;SR P. i No 22839 9 STATE OF .41 ............a�.� COPY 6904 Parke Past Blvd. Tampa FL 33610 Data: November 1 Finn, Walter 1 of 1 Job r Truss Truss Type oty Ply T186B5158 2152443 A01GR Hip Girder 6 1 ' Job Reference (Optional) Builders FirstSource (Fart Pierce), Fort Pierce, FL-34945, 8.240 s Jul 142019 MiTek Industries, Inc. Mon Nov 1812:29:10 Scale =1:23.2 44 = 4X6 = 46 i 2x4 II 2x4 II 4X6 p-48 5-0.0 B-ail I 12-7-B 13-0-p b-4 4-7-8 3-0-0 4-7-8-. -4- Plate Offsets (X,Y)- f2:0-5-1 0-1-101-[5:0-5-1,0-1-10] LOADING (psf) SPACING- 2-0-0 CSI. .DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.04 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.08 7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Hoa(CT) 0.02 5 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 581b FT=20% LUMBER - TOP CHORD2x4 SP N0.2 BOT CHORD 2x6.SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=93810-3-0, 5=938/0-3-0 Max Uplift 2=-704(LC 7). 5=-704(LC 7) FORCES. (lb) - Max. CompJMax. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1808/1224, 3-4=-1618/1210, 4-5=-1808/1224 BOT CHORD 2-8=-991/1603, 7-8=-993/1618, 5-7=-991/1603 WEBS 3-8=-25/302,4-7=-25/302 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc puffins. BOT CHORD. Rigid ceiling directly applied or 7-2-9 oc bracing. NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=12N; Cat. II; Exp D; Open, GCpi=0.00; C-C Extedor(2) -0-7-8 to 2-4-8, Interior(1) 2-4-8 to 5-0-0, Exterior(2) 5-0-0 to 12-2-15, Interior(1) 12-2-15.to 13-7-8; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7041b uplift at joint 2 and 704It, uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 211 lb down and 1641b up at 5-0-0, and 68 Ile down and 63 Ib up at 6-6-0. and 211 lb down and 164' lb up at 8-0-0 on top chord, and 112lb down and 40 Ib up at 5,0-0, and 47 I6 down and 171b up at 6-641, and 112 lb down and 40 lb up at 7-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) :In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25' Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-6=-70, 2-5=-20 Concentrated Loads (11b) Vert: 3=-164(F)4=-164(F) 8= 94(F) 7=-94(F) 9=-68(F) 1D=-39(F) Walter P. Finn PE NoIN39 MiTek USA, Inc. FL Cad 6634 69NParke East Blvd. Tampa FL 33610, Date: November 18,2019 Q WARNMIG. VeNry Ees/gnpammetersend READNOTESONMNANOWCLUDEDMREKREFERANCEPAGEM2>4mJ .. 144013Q01SBEFOREUSE Deslgn valid for use only with MBekW connectors. leis design Is based only upon parameters shown, and is for an individual building component, not �!- a two; system. Before use, the building designer must verity me applicability of design parameters and properly incorporate m6 dosign Into the overall f■ buildingdesign, Bracing Indicated is to prevent buckling of intlividual truss web and/or chord members only. Addlnonattempororyondpermonentbrocing MiTelc Is always required for stability and to prevent collapse with possible personal Injury end property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of nurses and truss systems, seeMSM11 Coo�Lr Criteria. DS349 and SCSI building Component 6904 Parke East Blvd. Safety Informalbmvallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alewantltla. VA 22314. Tampa, FL 33610 Truss Truss Type Oty Ply F T18685159 2443 A02 Common 24 1 Job Reference (optional) Builders FmASource (Fart Hance), Fon Fierce, FL- 34945, 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Nov 18 12:29:10 2019 Scale = 1:22.8 4x6 = ]b 3X8 i ° . 11 3x8 .Plate Offsets (X,Y)-- f2:0-0-1,0-1-81,(4:0-3-1,0-1-81 - - - - - -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.03 2-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Ven(CT) -0.05 2-6 >999 180 BCLL ? 0.0. ' Rep Stress Incr YES WB 0.13 Hom(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 57111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=626/0-3-0,4=626/0-3-0 Max Uplift 2=-534(LC 7), 4=-534(LC 7) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-943!/20, 3-4=-943/720 BOT CHORD 2-6=-49B7788, 4-6=-498f788 WEBS 3-6=-41/335 SPACING - TOP CHORD Structural wood sheathing directly applied or4-11-9 oc puffins. BOT CHORD. Rigid ceiling directly applied or 9-7-6 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=12ft; Cat. II; Exp D; Open, GCpi=0.00; C-C Comer(3) -0-7-8 to 2-0-8, Extedor(2) 2-4-8 to 6-6-0, Comer(3) 6-6-0 to 9-6-0, Exterior(2) 9-6-0 to 13-7-8; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5341b uplift at joint 2 and 5341b uplift at joint 4. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 18,2019 Q WARNING -VeHydesign paramehrsand READ NOTES ON TNASAND INCLUDED MREKREFERANCEPAGEM&74)a re. ]a=IofSBEFONEUSE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an indlvidual building component, not ��- a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual lmss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalwcysrequlredfor stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricaaon, storage. delivery. erection and bracing of trusses and huss systems, seeANSUfP11 Quol8v CdbrW, D3049 and SCSI Building Component 6904 Palle East Blvd. Safely Infonnahond ollable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexontlrlo. VA 22314, Tampa, FL 33610 Job Tnus Truss Type City - Ply T78685160 2152443 HJ5 Diagonal Hip Girder 12 7 Job Reference (optional) Builders Flrs[Source (Fort Pierce), Fort Pierce, FL- 34945, 3x4 = 8.240 s Jul 142019 MiTek Industries, Inc. Mon Nov 16 12:29:112019 Page 1 ID:oPCXbFFZMUI%nB7KgbeuylyJdnq-HdeUP34_duAFFDx1y.+ZP1?dmS8UL30aiSuxycOyHy46 Scale=1:15.1' 1$ ' 0-5-11 ' '.6-5AI LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.10 4-9 >842 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Ven(CT) -0.18 4-9 >464 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.00 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. , BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=195/Mechaniml, 4=83/Mechanical, 2=403/0-4-4 Max Horz 2=236(LC 7) Max Uplift 3= 275(LC 7), 4=18(LC 7), 2=.375(LC 7) Max. Grew 3=195(LC 1), 4=122(LC 3), 2=403(LC 1) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=12ft; Cat. II; Fxp D; Open, GCpl=0.00; C-C Comer(3)-0-10-10 to 3-4-5. EMedor(2) 3A-5 to 6-10-10; Lumber DOL=1.60 plate grip DOL=1.60 -2) This truss has been designed for a 10.0 pst bottom chord live load nondoncurrent with any other live loads.. 3) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 275 Ib uplift at joint 3, 18lb uplift at joint 4 and 375 Ib uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) at 1-6-1, at 1-6-1, and 27 lb down and 1 lb up at 4-4-0, and 27 Ib down and 1 lb up at 4-4-0 on top chord, and at 1-6-1, at 1-6-1, and 14 lb down. at 4-4-0, and 14 lb down at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Veil: 1-3=-70, 4-5=-20 Walter P. Finn PE No22839 84Tek USA Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 18,2019 ,&WARNING-Irer/Iydeegnpammefersand READNOMIS ON MISAND INCLUDED MIrEKRUEIRANCEPAGEM6)4mmv. 10,11320151BEFORE USE. Deslgn valid for use only with Mnek®connecton. tins design Is based only upon parameters shown, and Is for on Individual building component, not ��- o truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing indicated is to prevent buckling of lndNldual truss web and/or chord members only. Additional temporary and permanent brocing MiTek' Is always required for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fabdcallon, storage, delivery. erection and bracing of trusses and truss systems seeANSlytFtl CaoOry Quell; 11133-09 and BCSI bolding Component 6904 Parke East Blvd. Safety Nformatbrnvollable from Truss Plate Immune, 218 N. Lee Sheet. Sub 312. Alexcndda, VA 22314. Tampa, FL 33610 Job r Truss Truss Type Oty Ply T18685161 2152443 J1 Jack -Open 24 1 Job Reference (optional) Builders FirstSoures (Fort Pierce), Fort Pierce, FL - 34945. 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Nov IS 12:29:12 2019 Page 1 ID:OPCXhFFZMUI)(nB7KgbeuYlyJdnq-IpCtcP4cNC16tN W DVi4eaC97ZYyboTuRhYgW 8gyHy45 -0-7-8 1-0-0 0-7-8 1-0-0 20 = LOADING (psf) SPACING- 2-0-0 CS'. DE in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 FL- Ved(LL) -0.00 2 >999 240 TCDL 15.0 Lumber 1.25 BC 0.01 Vert(CT) -0.00� 2 >999 180 BCLL 0.0 ' berates Rep Stress 1, or YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=18/Mechanical, 4=10/Mechanical, 2=104/03-0 Max Harz 2=62(LC 7) Max Uplift 3=-29(LC 7), 2=102(LC 7) Max Grant 3=1 B(LC 1), 4=19(LC 3). 2=104(LC 1) FORCES. (lb) -: Meer. Comp./Max Ten. -All forces 250 (11 or less except when shown. Scale =1:6.5 PLATES GRIP MT20 2441190 Weight: 4lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 op pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vsi 32mph; TCDL=4.2psh, BCDL=5.Opsf; h=12ft; Cat. II; Exp D; Open, GCpi=0.00; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 -2) This trusshas been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 3 and 102 lb uplift at joint 2. Walter P. Finn PE No]2839 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 18,2019 O WARNWG- Verlydesf9npsmmefeman✓REAONOIFES ON TMMANOWCWOEOMRKREFRANCEPAGEMIP74M®t, 10=1015BEFORE USE Oeagn valld for use only with MBek® connectors. This design b based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the oppllWbllity of design parameters and properly Incorporate this design Into the cvarall buldIng design, Becang Indicated is to prevent bucIding of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stoically and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobticotlon, storage, delivery. erection and bracing of trusses and truss systems WeANSURit QuoBty Criteria. DS349 and 6CSI Building Component 6904 Parke East Blvd. Sabh Infoenplbmvoiloble ham Luss Mate InstlNie. 21B N. Lee Sheet Suite 312 Alexondrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty ply T78fi85162 2152443 J3 Jack -Open 24 1 Job Reference (optional) Builders RrsitSource (Fort Pierce), Fort Pierce, FL - 34945. - 8.240 s Jul 14 2019'MiTek Industries, Inc. Mon Nov 1812:29:12 2019 Page 1 ID:OPCXbFFZMUIXnB7KgbeuYlyJdnq-IpCtcP4cNCI61NW DVi4eaC96wYxLoTuRhYgW8gyHy45 3-0-0 0.7-B 3-0-0 2x4 = Scale =1:10.8 0.4-8 2.7.8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (foe) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES INS 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/FP12014 Matrix-P Weight: 101b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=91/Mechanical, 2=186/0-3$ 4=28/Mechanical Max Horz 2=137(LC 7) Max Uplift 3= 135(LC 7).2=-150(LC 7) Max Grav 3=91(LC 1), 2=186(LC 1), 4=56(LC 3) FORCES. (to) -: Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=121t; Cat. II; Exp D; Open, GCpi=0.00; GC Exterior(2) -0-7-8 to 2-4-8, Interior(1) 2-4-8 to 2-11-4; Lumber DOL=1.60 plate grip DOL=1.60 -2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 to uplift at joint 3 and 150 to uplift at joint 2. Walter P. Finn PE NoIN39 MTek USA Inc. FL Ced 6634 69D4 Parke East Blvd. Tampa FL 33010 Date: November 18,2019 Q WABNWG-Vedfydesfgeperemele Oad NEADNOMS ON MISANDINCLUDWMI KNEFEFANCEFAGEM*74nmre 10 201SOEFONEUSE Design valid for use only with MOekS) connectors. This design Is based only upon parameters shown, and Is for an Individual balding component, not �'- a muss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall buldingdesigo. Bracing Indicated is to preventbuckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal I Jury and property damage. For general guldance regarding Me fabrication, storage, delivery, erectlon and bracing of musses and hums systems; seeANSVTRI Qua �y Criteria. D8549 and SCSI Building Component 69N Parke East Blvd. Safety Infemrationovollable from Truss Rate InstlMe. 218 N. Lee Sheet. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type oty Ply T78685163 2152443 J5 Jack -Open 18 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL- 34945, 8.240 a Jul 14 2019 MiTek Industries, Inc. Man Nov 16 12:29:13 2019 Page 1 ID:oPCXbFFZMUIXnB7Kgbeul lyJdnq-DOmFgl5EBW ozVX503Obt6OiD4xDYXwBawCo3gHyHy44 -0-7-8 5-0-0 5-0-0 Scale =1:14.9 ' 0.4-8 4-7-8 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Verl 0.03 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Ven(CT) -0.05. 4-9 >999 180 13CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 nuat n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 17lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4'SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=138/Mechanical, 2=291/0-3-0, 4=59/Mechanimi Max Hom 2=214(LC 7) Max Uplift 3=-19D(LC 7), 2=-214(LC 7). 4=-13(LC 7) Max Gmv 3=138(LC 1), 2=291(LC 1), 4=87(LC 3) FORCES. (Ila) -. Max Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=12ft; Cat. II; E>io D; Open, GCpi=0.00; C-C Exterior(2) -0-7-8 to 2-4-8, Intedor(1) 2-4-8 to 4-11-4; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 Ib uplift at joint 3, 214 lb uplift at joint 2 and 13lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parise East Blvd. Tampa FL 33010 Date: November 18,2019 AWARNWG-VedrydesignperametereendREAONOTESONTHISANDINCLUDED M?EKREFERANCEPAGEMIF1413rev.taN32015BEFOREUSE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a muss system. Before use. the building designer must verify the opploobllity of design parameters and properly Incorporate this design Into the overall bulldingdeslgn- Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always rewired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcallom storage delivery, erection and bracing of nurses and muss systems, seeANSVIPII Cuamy Criteria. DS549 and SCSI fWYtlhp Component 69N Parke East Blvd. Safety Informationov,c able from Truss Plate Immune, 218 N. We Street, Suite 312, Memndrla VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on Joint unless %, y offsets are Indicated. 6 4 B u dlme(Drawl gs not t scalejeenths I I Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are In ft-in-sixteenths. - Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing. Is always required. See BCSI. 1 r 0'/a Cl-2 cos 2. Truss bracing must be designed by an engineer. For Individual lateral braces themselves WEBS c•� 4 wide truss spacing. may require bracing, or alternative Tor I T c0 m O bracing should be considered. = U O c U 3. Never exceed the design loading shown and never Inadequately braced trusses. ys° stack materials on 0- 00 o- 4. Provide copies of this Truss design to the building For 4 x 2 orientation, locate C5° BOTTOM.CHORDS designer, erection supervisor, property owner and all other Interested parties, plates 0-'h4' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at Joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from ' Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI.1. Software or upon request. NUMBERS/LETTERS. B. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for treated, lumber. ICC-ES Reports: use with fire retardant, preservative or green Thefirst dimension Is the plate 10. Camber Is a non-structural consideration and is the 4 x 4 `Width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless Otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. If indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing. section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer, reaction section Indicates joint number where bearings occur, 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ��e 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with • project engineer before use. Industry Standards: ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ® BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, M IT(/.riV ANSI IT'l 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 co z:r v o C-3 RECEIVED j A-1 2 0 �'.9 LNOV ucie county, Permitting OTHER WE LOADS TCLL TO PSF TCDL• 15 PSF BCDL 10 P5F TOTAL 55 PSF DURATION: Im 12 5F-- REVIEWED FOR 0 Ic E COMPLIANC �' c LUCIE COUN wf Y R BOCC KANGERLEGEND -ALL FLOO SBR (3WRI�JSAgE HN OTED )THERWis AS(N61- -I-Era NOEDO G NHU INLE53 NOTED OTHERWISE Approval W PlNDan. GNATURE BELOW IICATES ALL NOTES AND DIMENSIONS HAVE BEEN ACCEPTED. TCLL• PSF TCDL• PSF BCDL' PSF By TOTAL PSF DURATION: CAUTION!!! 1T ATTEMPT TO ERECT S WITHOUT REFERRING TO GOJEERING DRANINGS AND 2EFER TO FINAL ENGINEERING 3HEET5 FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND V =SCHEDULE I) BEARING BLOCK REQUIREMENTS. 1) SCAB DETAILS (IF REQUIRED) 1) UPLIFT AND GRAVITY REACTIONS. WARNING Bsckcharges WD Not Be Ikcopted ReEardleas of Fault Without Prior Notification By Customer Within 45 Hours And InvesflpUon By Builders FirstSource. NONCEPTIONS. %a General Contractor la Responsible For M Connections Other Than Truss to T... Gable Shear Wall, And Connections. Temporary and Parnassus'Bracing. And Coiling And Reel Diaphragm Connections. BUILDER, - TIFFANY HOMES PROJECT: WATERSTONE MODEL: MAIL KIOSKS ,ADDRESS: — LOT IBLOCK: - Cltt: MELBOURNE COUNTY BREVARD DRAWN BY: JG JOB P: 1 2152443 DATE: 1111g119 SCALE: NTS REWSIONS: 1. 2 0. rce T01 S. KINGS HIGHWAY FORT PIECE, FL 04945 Ph.(772)-4615475